NM FLAP TAO CB110(1) Pavement Report.pdf

SUBMITTED TO:

HDR Engineering, Inc.

835 N Post Street Spokane, Washington 99201

BY:

Shannon & Wilson 1321 Bannock St., Suite 200 Denver, Colorado 80204

(303) 825-3800 www.shannonwilson.com

PAVEMENT DESIGN REPORT

NM FLAP TAO CB 110(1)

Veterans Memorial Road

TAOS COUNTY, NEW MEXICO

June 2021

Shannon & Wilson No: 104001-001

Pavement Design Report

104001-001 June 2021 ii

CO

NT

EN

TS

CONTENTS

1 Introduction

2 Project and Site Description

3 Subsurface Explorations and Laboratory Testing

3.1 Field Investigation

3.2 Geotechnical Laboratory Testing

4 Pavement Assessment

5 Regional Geology and Subsurface Conditions

6 Pavement Recommendations

6.1 Design Methodology

6.2 Swelling Soil

6.3 Traffic Loading

6.4 Subgrade Soils

6.5 Full Depth Reclamation

6.6 Recommended Pavement Sections

7 Construction and Materials Specifications

7.1 Site Preparation

7.2 Earthwork

7.2.1 General

7.2.2 Proof Roll and Subgrade Preparation

7.2.3 Fill Placement, Moisture Conditioning and Compaction

7.3 Paving Materials

7.4 Corrosion

8 Closure

9 References

Exhibits Exhibit 5-1: Summary of Existing Pavement Thickness Exhibit 7-1: Recommended Materials for Pavements iii

CO

NT

EN

Figures Figure 1: Vicinity Map Figure 2: Site Plan and Exploration Plan

Appendices Appendix A: Subsurface Explorations Appendix B: Laboratory Test Results Appendix C: Pavement Conditions and Site Photographs Appendix D: Pavement Design Calculations Important Information

Pavement Design Report

104001-001 June 2021

1 INTRODUCTION

This report summarizes the results of our subsurface exploration and laboratory testing program and presents pavement design recommendations and construction considerations for the proposed Veterans Memorial Road Project (the Project) in Taos County, New Mexico. Our services were completed in general accordance with our Task Order Agreement No. 021/1000100055210 with HDR Engineering, Inc. (HDR) dated October 1, 2020. Our conclusions and recommendations in this report are based on:

The limitations of our approved scope, schedule, and budget described in our contract;

Our understanding of the Project and information provided by HDR;

Subsurface conditions observed in the borings at the time our explorations were completed; and

The results of testing performed on samples collected from the explorations.

The objective of our geotechnical study was to provide recommendations and construction considerations, as presented herein, for the proposed roadway reconstruction. The authorized scope of services was based on this objective and this report should not be used for other purposes without Shannon & Wilson’s review. If a service is not specifically indicated in this report, do not assume that it was performed.

2 PROJECT AND SITE DESCRIPTION

The Project is located in Taos County, New Mexico (Figure 1). Veterans Memorial Road, also identified as County Road 110, provides access to the Rio Grande del Norte National Monument hiking area near Ranchos de Taos, New Mexico, as well as access to homes in the area. The project includes pavement improvements to Veterans Memorial Road from the intersection with Los Cordovas Road west to the Rio Grande del Norte National Monument parking lot. Veterans Memorial Road consists of a two-lane roadway (one lane in each direction) that is paved with a chip seal overlying aggregate road surfacing. The proposed improvements to the alignment include new ACP. We anticipate that the project improvements will include nominal shoulder widening throughout the alignment. The roadway is generally flat and travels through unimproved arid dessert with side roads accessing rural housing. Refer to Figure 2 for a project map.

Pavement Design Report

104001-001 June 2021

3 SUBSURFACE EXPLORATIONS AND LABORATORY

TESTING

3.1 Field Investigation

Shannon & Wilson conducted a field exploration program on October 20, 2020, to explore subsurface conditions along the proposed roadway alignment. The subsurface exploration program consisted of drilling and sampling six borings (designated SW-01 through SW-06) along the Veterans Memorial Road, as shown in Figure 2. The borings were advanced to a depth of 5.0 feet below the ground surface.

Appendix A presents a discussion of the drilling and sampling procedures used to complete the borings. Appendix A also presents the individual exploration logs and an explanation of the symbols and terminology used. Photographs of the drilling locations and existing pavement conditions are included in Appendix C.

3.2 Geotechnical Laboratory Testing

Geotechnical laboratory tests were completed on selected samples retrieved from the borings to estimate index and engineering properties. Index tests included natural water content, unit weight, grain size analysis, and Atterberg limits. Engineering properties tests included swell/collapse testing, Hveem Stabilometer (R-Value), and corrosion testing.

Laboratory test results and a discussion of the testing procedures are included in Appendix B. The natural water content, fines content, and Atterberg limits are also shown on the individual boring logs included in Appendix A.

4 PAVEMENT ASSESSMENT

To evaluate the condition of the existing roadway pavement for potential rehabilitation options, we performed a visual pavement survey to assess the overall pavement condition and to identify areas of distress and typical crack patterns. The U.S. Fish and Wildlife Services (FWS) has developed a rating system to quantify levels of distress and to describe roadway conditions of asphalt pavements. Their five levels of pavement condition for asphalt are summarized below:

Asphalt Concrete Pavement

Excellent: Recently constructed or overlaid road where construction or overlay was performed correctly. No maintenance required.

Pavement Design Report

104001-001 June 2021

Good: Low extent longitudinal and transverse cracks. All cracks are ¼ inch or less with little or no crack erosion. Patches are in good condition and applied correctly. Routine maintenance recommended.

Fair: Roads are in good structural condition with little or no fatigue cracking.

Longitudinal, transverse, and edge cracking is at medium extent and severity. Block cracking is extensive. Any patches are in good condition. Preventative maintenance recommended.

Poor: Road beginning to show signs of structural distress. Fatigue cracking is medium to high extent and medium severity. Cracking is severe. Surface may have severe block cracking and show. Patches are in fair to poor condition. There is moderate distortion or rutting and occasional potholes. Rehabilitation recommended.

Failed: Road is severely deteriorated. Signs of structural failure appear along with severe and extensive fatigue cracking, distortion, potholes, or extensive patches in poor condition. Reconstruction recommended.

Using the FWS visual rating system, we conducted our assessment survey on October 20, 2020. Site photographs 1 through 14 in Appendix C show the existing pavement and typical distress patterns observed along the roadway. Photographs are taken in ascending order from the west end of the project alignment to the east, at approximately 0.25-mile intervals. The age of the existing pavement or any chip seal overlays is unknown.

The pavement along Veterans Memorial Road was observed to be in poor condition. We observed medium severity fatigue cracking along with occasional transverse cracking.

Extensive patching was noted throughout the alignment. In addition, we noted shoulder spalling and raveling in areas of Veterans Memorial Road. We did not observe swell related distress during our pavement assessment.

5 REGIONAL GEOLOGY AND SUBSURFACE

CONDITIONS

Based on our review of the Geologic Map and Cross Sections of the Embudo Fault Zone in the Southern Taos Valley, Taos County, New Mexico (Bauer and others, 2016), the surficial geology of the site consists of Quaternary alluvial deposits and Quaternary alluvial fan deposits of the Rio Pueblo de Taos and tributaries.

The existing pavement surface appeared to be an aging chip seal that ranged in thickness from 1 to 2 inches as measured in the six borings along Veterans Memorial Road. Below the pavement, all borings except SW-02 encountered aggregate surfacing consisting of poorly-graded sand with silt and gravel. The thickness of this aggregate surfacing ranged from 1 to

Pavement Design Report

104001-001 June 2021

9 inches. Refer to Exhibit 5-1 for the existing chip seal and underlying aggregate surfacing thickness by boring location.

Exhibit 5-1: Summary of Existing Pavement Thickness

Boring Chip Seal Pavement

Thickness (in) Aggregate Road Surfacing

Thickness (in)

SW-01 1 9

SW-02 1 NE

SW-03 1 1

SW-04 1-1/2 4

SW-05 2 4

SW-06 1 4

in = inch(es); NE = not encountered

Beneath the layer of aggregate surfacing, the borings encountered medium stiff to hard clay and elastic silt and medium dense, clayey sand with varying amounts of sand and gravel.

The percentage of fines material passing the U.S. No. 200 sieve ranged from 48 to 83%.

Borings SW-04 and SW-05 encountered medium dense to dense silty sand with varying amounts of gravel below the sandy lean clay.

Our observations are specific to the locations, depths, and dates noted on the exploration logs in Appendix A and may not be applicable to all areas of the site. There is no amount of exploration or laboratory testing that can precisely predict the characteristics, quality, or distribution of subsurface conditions at every location throughout the site. Variations in the subsurface conditions may occur between and below the borings. Also, the passage of time or intervening causes (natural and manmade) may result in changes to the conditions of the site and subsurface conditions.

Groundwater was not encountered in any of our borings during drilling. While fluctuations of groundwater levels at the site are likely and will depend on many factors, including seasonal variations, local precipitation, and flood events, groundwater is not anticipated to affect the design or construction of the Project.

6 PAVEMENT RECOMMENDATIONS

Performance of a pavement system depends on the pavement material and thicknesses, subgrade strength, traffic loads and repetitions, design life, and subgrade drainage characteristics. The following sections discuss each of these aspects as they relate to the Project.

Pavement Design Report

104001-001 June 2021

6.1 Design Methodology

Our pavement design and results are based on the design procedures presented in the 1993 AASHTO Guide for the Design of Pavement Structures with guidance from the U.S.

Department of Transportation and Federal Highway Administration (FHWA) Federal Lands Highway Project Development and Design Manual (PDDM), dated March 2008.

Pavement design inputs and calculations are presented in Appendix D.

6.2 Swelling Soil

Many of the soil formations in New Mexico are susceptible to volume change by swelling/shrinking. This geologic phenomenon has the potential to cause substantial damage to lightly loaded structures, such as pavements, when exposed to water. To provide an indication of volume change potential of near surface soils at the site, we performed Atterberg limits, grain size distributions, and moisture contents on soil samples encountered in our explorations. Based on testing of fine-grained subgrade samples from the project site, the Plasticity Index (PI) generally ranged from 16 to 22, and the Liquid Limit (LL) ranged from 32 to 36 with a fines content ranging from 48 to 83%. One sample tested from boring SW-02 indicated a LL of 57 and a PI of 26 with a fines content of 68%. Section

11.3.2.1.3 of the PDDM specifies that 2 feet of moisture treatment is required for roadways with a PI between 15 and 25 and LL less than 50. The PDDM recommends between 2 and 4 feet of moisture treatment for roadways with on material with a PI between 25 and 35 and LL less than 50 to 60. The PDDM does note that the subexcavation requirements should account for the traffic volume and project significance when selecting a subexcavation depth.

To further evaluate the potential for volume change at the site, we performed two swell/consolidation tests on soil samples from our borings. Test results indicated 0.1% collapse and 0.8% swell at an inundation pressure of 250 pounds per square foot (psf), in borings SW-02 and SW-04, respectively.

Based on the low traffic volume, project significance, our pavement condition assessment, and the results of our swell tests, consideration could be given to forgoing subgrade treatment in accordance with guidelines in the PDDM, provided Central Federal Lands is willing to accept a low risk of soil movement.

6.3 Traffic Loading

Based on discussions with HDR, traffic counts are not available for the roadway and the roadway is classified as low volume. For design of the roadway, we assumed an equivalent

Pavement Design Report

104001-001 June 2021 single axle loading (ESAL) of 50,000 based on the minimum recommend ESAL in the

PDDM.

6.4 Subgrade Soils

As discussed in Section 5.0, the subsurface explorations completed along the Veterans Memorial Road generally consisted of a thin aggregate surfacing layer underlain by clay with varying amounts of sand. To estimate the strength of the subgrade materials, an R-value test was completed on a bulk sample from boring SW-03 resulting in a R-Value of 7.

We used an AASHTO correlation between R-value and resilient modulus, which calculates a resilient modulus value of 4,885 pounds per square inch (psi).

6.5 Full Depth Reclamation

Pulverized full depth reclamation (FDR) is commonly used for rehabilitation projects when roadway grades can be raised, which is the case for this Project. FDR processes typically involve pulverizing and mixing the existing asphalt with the underlying layers to create a uniformly blended, homogeneous material that will be incorporated into the proposed pavement section as a base course. FDR is advantageous in that it allows existing materials to remain in place (saving the cost of hauling the material from the site) and can provide a structural layer for use in the new roadway pavement sections. However, considering the thin layer of chip seal and the underlying thin and variable layer of base course, we recommend incorporating additional crushed aggregate base (CAB) to the FDR section. In addition, we recommend that cement be added to provide additional stabilization for the underlying subgrade soils (termed FDR Cement). Multiple FDR cement mix designs may be required to match the changing existing ACP and underlying base course thicknesses.

We recommend that the additional CAB thickness be adjusted by milepost:

1. Station 11+28 to 27+98: 1 inch of CAB

- Transition from 1 to 2 inches of CAB between Station 27+98 and 28+48

2. Station 28+48 to 81+28: 2 inches of CAB

- Transition from 2 to 1 inch of CAB between Station 81+28 and 81+78

3. Station 81+78 to 156+21: 1 inch of CAB

Note that placing thin layers of CAB may be difficult, particularly when the maximum aggregate size may be greater than about two to three times the lift thickness.

Pavement Design Report

104001-001 June 2021

6.6 Recommended Pavement Sections

Using the PDDM procedures and the parameters outlined in Appendix D, we recommend the following pavement section for Veterans Memorial Road:

3.0 inches of ACP overlying 6 inches of FDR Cement, additional CAB per Section 6.5.

4.5 inches of ACP overlying 4 inches of CAB

4.0 inches of ACP overlying 6 inches of CAB

3.5 inches of ACP overlying 7 inches of CAB

6.0 inches full depth ACP

7 CONSTRUCTION AND MATERIALS SPECIFICATIONS

The applicability of the design in Section 6 is contingent on good construction practice. Poor construction techniques may alter conditions from those upon which our recommendations are based, and therefore result in poor performance. Our analyses assumed that this project is constructed according to FP-14 U.S. Customary Units (USDOT and FHWA, 2014) construction standards. The following sections provide additional construction considerations for this project.

7.1 Site Preparation

In widening areas, we recommend that brush and other vegetation be cleared and roots and stumps be removed from all areas to be graded in accordance with FP-14 Sections 201 and

203. All surface and subsurface structures associated with current development of the site, including pavements (if FDR pulverization is not selected), utility poles, fence poles, underground utilities and other deleterious material, should also be removed. Any existing surficial topsoil and soil containing visible organics should be stripped and removed from all areas.

7.2 Earthwork

7.2.1 General

Earthwork, including placement of fill and subgrade preparation, should conform to the requirements provided in the FP-14 U.S. Customary Units, (USDOT and FHWA, 2014) and the recommendations provided in the following sections.

Pavement Design Report

104001-001 June 2021

7.2.2 Proof Roll and Subgrade Preparation

In areas were FDR is not performed, the subgrade should be prepared in accordance with FP-14 Section 204.11.

7.2.3 Fill Placement, Moisture Conditioning and Compaction

All subgrade material and fill should be compacted to a dense/firm and unyielding condition in accordance with FP-14 Section 204.11. On-site subgrade and fill materials should be compacted to at least 95 percent maximum density, as determined by AASHTO T180 or T99, as presented in FP-14 Section 204. Fill should be placed in uniform, horizontal layers not exceeding 8 inches in loose thickness for heavy, self-propelled compactors, or 4 inches for hand-operated mechanical compactors. The appropriate lift thickness will depend on the Contractor’s equipment and the moisture content and quality of the fill material.

7.3 Paving Materials

The following exhibit summarizes our recommendations for pavement material selection.

All specification sections reference the FP-14 U.S. Customary Units, (USDOT and FHWA, 2014).

Exhibit 7-1: Recommended Materials for Pavements

Material Specification Additional Requirements/Comments CAB Section 302 Use Gradation C, D, or E

FDR Cement Section 305 Minimum Unconfined compressive strength = 200 psi

ACP Section 403 PG Binder: PG 58-28 Top Lift: 1/2-inch NMAS Lower Lift: 3/4-inch NMAS

NOTES:

ACP = Asphalt Concrete Pavement; CAB = Crushed Aggregate Base; NMAS = Nominal Maximum Aggregate Size; PG = performance grade;

The binder selection procedure is based on the anticipated pavement temperatures, traffic patterns, and local availability. The PDDM specifies the use of software developed by the FHWA Long Term Pavement Performance (LTPP) Bind (2019) to determine an appropriate binder for a 95% reliability performance for both high and low temperature ranges. Based on the NMDOT Design Manual (2020) the recommended binder for Taos County is PG 58- 28 which meets 95 percent reliability based on the LTPP Bind. Appendix D provides the output from the LTPP Bind software.

Pavement Design Report

104001-001 June 2021

For the top lift of ACP, we recommend a lift thickness range between 1 ½ and 3 inches. For the lower lift, we recommend lift thicknesses range between 2 ¼ and 3 ½ inches. Based on the anticipated traffic loading of the site, we recommend a Superpave design gyratory number (N) of 75 be used for mix design of the pavement output (NMDOT Standard Specifications for Highway and Bridge Construction, 2019). In addition, a tack coat should be placed between subsequent lifts if the underlying lift is left uncovered for greater than 24 hours.

7.4 Corrosion

The subgrade materials encountered at the project site can be corrosive to substructure elements. To assist in estimating the corrosion potential at the site, a sample of the subgrade was tested for pH, resistivity, water soluble sulfates, and chlorides. The results are presented in Table B-1 in Appendix B.

The resistivity measured in the sample is 847 ohm-centimeters. Based on correlations developed by Roberge (2012), these values suggest extremely corrosive subsurface conditions for metal in contact with subsurface materials across the site.

The concentration of water-soluble sulfates measured in the sample was 0.059% by weight.

Based on classifications as defined by ACI-318-19 (ACI, 2019), these test results suggest a negligible degree of sulfate attack on concrete exposed to site soils (exposure class S0).

The test results and the above discussion are provided to assist the designer in the selection of project materials, concrete type, or other features with respect to corrosion. As appropriate, the designer should consider protective measures, such as coatings, upsizing for section loss, or using alternative materials to reduce the corrosion potential.

8 CLOSURE

This report has been prepared for the exclusive use of HDR and Central Federal Lands Highway Division for the purpose of providing pavement recommendations for the Veterans Memorial Road Project. This pavement design report should not be used without our approval if any of the following occurs:

Assumptions stated in this report have changed.

Project details change or new information becomes available such that our analyses and recommendations may be affected.

A substantial period of time has passed since the date of this report.

Pavement Design Report

104001-001 June 2021

If any of these occur, we should be retained to review the applicability of our analyses and recommendations.

Within the limitations of scope, schedule and budget, the analyses, conclusions and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical and geological principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied.

Shannon & Wilson, Inc. has prepared “Important Information about Your Geotechnical Report,” to assist you and others in understanding the use and limitations of our reports.

Pavement Design Report

104001-001 June 2021

9 REFERENCES

American Concrete Institute (ACI), 2019, Building code requirements for structural concrete and commentary, Farmington Hills, Mich., ACI 318-19.

American Association of State Highway and Transportation Officials (AASHTO), 1993, AASHTO guide for design of pavement structures: Washington, D.C., AASHTO, 2 v.

Bauer, P.W., Kelson, K.I., Grauch, V.J.S., Drenth, B.J., Johnson, P.S., Aby, S.B., and Felix, B., 2016, Geologic Map and Cross Sections of the Embudo Fault Zone in the Southern Taos Valley, Taos County, New Mexico: New Mexico Bureau of Geology and Mineral Resources Open-File Report 584, 28 p. plus two appendices and two oversized plates.

Federal Highway Administration (FHWA), 2019, LTPP InfoPave: Tools: LTPPBind Online, available at: https://infopave.fhwa.dot.gov/Tools/LTPPBindOnline.

New Mexico Department of Transportation (NMDOT), 2020, Design Manual, Revision 1.

NMDOT, 2019, Standard Specifications for Highway and Bridge Construction.

Roberge, P.R., 2012, Handbook of corrosion engineering, Second Edition: McGraw-Hill, New York, New York.

U.S. Department of Transportation (USDOT), Federal Highway Administration (FHWA), 2008, Federal Lands Highway project development and design manual (PDDM):

U.S. Department of Transportation and Federal Highway Administration.

Available from: http://flh.fhwa.dot.gov/resources/manuals/pddm/.

U.S. Department of Transportation (USDOT), Federal Highway Administration, 2014, Federal standard specifications for construction of roads and bridges on Federal Highway projects, FP-14 English Units: U.S. Department of Transportation and Federal Highway Administration, available from http://flh.fhwa.dot.gov/resources/pse/specs/.

U.S. Fish and Wildlife Service (FWS). Road Inventory Program Rating System.

https://infopave.fhwa.dot.gov/Tools/LTPPBindOnline http://flh.fhwa.dot.gov/resources/manuals/pddm/ http://flh.fhwa.dot.gov/resources/pse/specs/

VICINITY MAP

FIG. 1Geotechnical and Environmental Consultants

SHANNON & WILSON, INC.

Approximate Scale in Miles

0 1.5 3

June 2021

Fi le na m e:

I:

\E F\

D

EN

\1

0s

\1

C

FL

N M

V et er an s\ D ra fti ng \1

1-

1_ F1

.d w g

D at e:

0-

-2

L og in : m lw

Map adapted from aerial imagery provided by Google Earth Pro, reproduced by permission granted by Google Earth ™ Mapping Service.

NOTE

MT

104001-001

NM FLAP TAO CB 110(1)

Veterans Memorial Road

Taos County, New Mexico

PROJECT

LOCATION

Project Location

New Mexico Las Cruces

Tucumcari

Socorro

Albuquerque

Santa Fe

Raton

Gallup

Talpa

Ranchos De Taos

Taos

El Prado

10+00

+0

+0

0 25 +0

+0

+0

+0

SW-01

104001-001

SITE AND EXPLORATION PLAN

June 2021

Geotechnical and Environmental Consultants

SHANNON & WILSON, INC.

Fi le

: I :\E

F\ D

EN

\1

0s \1

C

FL

N

M V et er an s\

D ra fti ng

\1

1-

1_

F2 .d e:

6-

-2

A ut ho r:

M

LW

NM FLAP TAO CB 110(1)

Veterans Memorial Road

Taos County, New Mexico

MT

LEGEND NOTE

1. Map adapted from aerial imagery provided by Google Earth

Pro, reproduced by permission granted by Google Earth ™ Mapping Service.

FIG. 2

Sheet 1 of 4

0 300 600

Approximate Scale in Feet

M at ch lin e

- S he et

Boring Designation and Approximate LocationSW-01

Veterans Memorial Road

A rroyo del A lam o C ir

Rio Grande del Norte National Monument

Parking Area

Begin Project

+0

+0

+0

+0

+0

+0

+0

+0

+0

SW-03

SW-02

104001-001

SITE AND EXPLORATION PLAN

June 2021

Geotechnical and Environmental Consultants

SHANNON & WILSON, INC.

Fi le

: I :\E

F\ D

EN

\1

0s \1

C

FL

N

M V et er an s\

D ra fti ng

\1

1-

1_

F2 .d e:

6-

-2 ho r:

M

LW

NM FLAP TAO CB 110(1)

Veterans Memorial Road

Taos County, New Mexico

MT

LEGEND NOTE

1. Map adapted from aerial imagery provided by Google Earth

Pro, reproduced by permission granted by Google Earth ™ Mapping Service.

FIG. 2

Sheet 2 of 4

0 300 600

Approximate Scale in Feet

Boring Designation and Approximate LocationSW-01

Veterans Memorial Road

Paseo de la B arranca

M at ch lin e

- S he et

M at ch lin e

- S he et

+0

+0

+0

0 10 0+

00 10 5+

00 11 0+

5+

0+

5+

SW-04

SW-05

104001-001

SITE AND EXPLORATION PLAN

June 2021

Geotechnical and Environmental Consultants

SHANNON & WILSON, INC.

Fi le

: I :\E

F\ D

EN

\1

0s \1

C

FL

N

M V et er an s\

D ra fti ng

\1

1-

1_

F2 .d e:

6-

-2 ho r:

M

LW

NM FLAP TAO CB 110(1)

Veterans Memorial Road

Taos County, New Mexico

MT

LEGEND NOTE

1. Map adapted from aerial imagery provided by Google Earth

Pro, reproduced by permission granted by Google Earth ™ Mapping Service.

FIG. 2

Sheet 3 of 4

0 300 600

Approximate Scale in Feet

Boring Designation and Approximate LocationSW-01

Veterans Memorial Road

A dam s R oad

M at ch lin e

- S he et

2 M at ch lin e

- S he et

0+

00 13 5+

00 14 0+

00 14 5+

0+

5+

SW-06

104001-001

SITE AND EXPLORATION PLAN

June 2021

Geotechnical and Environmental Consultants

SHANNON & WILSON, INC.

Fi le

: I :\E

F\ D

EN

\1

0s \1

C

FL

N

M V et er an s\

D ra fti ng

\1

1-

1_

F2 .d e:

6-

-2 ho r:

M

LW

NM FLAP TAO CB 110(1)

Veterans Memorial Road

Taos County, New Mexico

MT

LEGEND NOTE

1. Map adapted from aerial imagery provided by Google Earth

Pro, reproduced by permission granted by Google Earth ™ Mapping Service.

FIG. 2

Sheet 4 of 4

0 300 600

Approximate Scale in Feet

Boring Designation and Approximate LocationSW-01

Veterans Memorial Road

Los C ordovas R oad

M at ch lin e

- S he et

End Project

6/25/2021-104001-001_AA.docx A-i

AP

PE

ND

IX

A : S

UB

SU

RF

AC

E

EX

PL

OR

AT

IO

NS

Appendix A: Subsurface Explorations

Appendix A

Subsurface Explorations

CONTENTS

A.1 Introduction ........................................................................................................................... A-1

A.2 Explorations ........................................................................................................................... A-1

A.2.1 Soil Classification System ........................................................................................ A-1

A.2.2 Modified California (MC) Test and Sampling ..................................................... A-1

A.2.3 Bulk Sampling .......................................................................................................... A-2

A.2.4 Pocket Penetrometer ................................................................................................ A-2

Figures Figure A-1: Soil Description and Log Key Figure A-2 through A-7: Log of Boring SW-01 through SW-06

A-1

AP

PE

ND

IX

A : S

UB

SU

RF

AC

E

EX

PL

OR

AT

A.1 INTRODUCTION

Shannon & Wilson’s field exploration program was conducted on October 20, 2020 and consisted of drilling six borings designated SW-01 through SW-06 at the locations shown in Figure 2. Photographs of boring locations are provided in Appendix C. The methods used to conduct the field exploration program are described below.

A.2 EXPLORATIONS

The borings were coordinated (including subcontractor coordination, traffic control, and utility locates) and observed by Shannon & Wilson. Individual boring logs are presented in Figures A-2 through A-8. These exploration logs represent our interpretation of the contents of the field logs and select results of laboratory testing. The borings were drilled by Vine Laboratories, Inc. of Commerce City, Colorado (under subcontract to Shannon & Wilson) using an ATV mounted CME-750X drill rig. The borings were advanced to a depth of 5.0 feet using 4-inch diameter solid-stem-auger techniques. On completion of drilling, the borings were backfilled with cuttings to the base of the existing asphalt and cold patch asphalt was used to restore the bore hole to be approximately level with the existing road surface.

A.2.1 Soil Classification System

During exploration, our representative collected samples and prepared field logs of the explorations. Soil classification for this project was based on ASTM International (ASTM) Designation: D2487, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System), and ASTM Designation: D2488, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure). The Unified Soil Classification System is summarized in Figure A-1. In addition, samples were classified based on American Association of State Highway and Transportation Officials (AASHTO) Designation M-145, Standard Specification for Classification of Soils and Soil-Aggregate Mixtures for Highway Construction Purposes.

A.2.2 Modified California (MC) Test and Sampling

Disturbed samples were obtained using a modified California (MC) barrel sampler. The MC test procedure consists of driving a 2½-inch outer-diameter barrel sampler lined with 2-inch-diameter brass tubing a distance of 12 inches with a 140-pound hammer free-falling a distance of 30 inches. An automatic hammer system was used to advance the samplers.

A-2

AP

PE

ND

IX

A : S

UB

SU

RF

AC

E

EX

PL

OR

AT

The energy transfer ratio (ETR) for the hammer on the CME-750X ATV mounted drill rig was 97% based on a July 2019 report provided by Vine Laboratories. During sampling, the Shannon & Wilson field representative recorded the number of blows for each 6-inch increment of penetration and summed the blow counts for the last two 6-inch increments.

This sum is recorded as the penetration resistance number, or N-value. If high penetration resistance prevented driving the total length of the sampler, the Shannon & Wilson field representative recorded the partial penetration depth and blow count. The N-values provide a means for evaluating the relative density or compactness of cohesionless (granular) soils and consistency or stiffness of cohesive (fine-grained) soils (see Figure A-1).

The raw N-values are shown on the individual boring logs. The MC sampler yields slightly higher raw blow count numbers when compared to Standard Penetration Test (SPT) N-values for similar soils as a result of having a slightly larger diameter than the SPT sampler.

Because the difference in blow counts does not significantly impact our evaluation, we used the field MC blow counts over the 12-inch increment to define the relative density and consistency/stiffness of the subsurface materials following SPT terminology. Representative samples were sealed in the brass liner tubes with plastic caps and transported to our laboratory.

A.2.3 Bulk Sampling

Bulk soil samples were obtained by collecting the drill cuttings from the upper 4 feet of borings SW-01, SW-02, SW-03, and SW-06. Approximately 30 pounds of cuttings were placed in plastic bags and transported to our laboratory for further analysis and testing.

A.2.4 Pocket Penetrometer

Select cohesive soil samples were also tested in the field using a pocket penetrometer. The penetrometer estimates the unconfined compressive strength of clay soil samples by penetrating the clay with a one-quarter-inch-diameter penetrometer and measuring the resistance (in units of tons per square foot [tsf]) with a calibrated spring. Measurements can be taken to the nearest 0.25 tsf increment. The field measurements from the pocket penetrometer are included on the boring logs.

June 2021 104001-001

Veterans Memorial Road

Taos County, New Mexico

1Gravel, sand, and fines estimated by mass. Other constituents, such as organics, cobbles, and boulders, estimated by volume.

2Reprinted, with permission, from ASTM D2488 - 09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), copyright ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy of the complete standard may be obtained from ASTM International, www.astm.org.

140 pounds with a 30-inch free fall.

Rope on 6- to 10-inch-diam. cathead 2-1/4 rope turns, > 100 rpm

NOTE: If automatic hammers are used, blow counts shown on boring logs should be adjusted to account for efficiency of hammer.

10 to 30 inches long Shoe I.D. = 1.375 inches Barrel I.D. = 1.5 inches Barrel O.D. = 2 inches

Sum blow counts for second and third 6-inch increments.

Refusal: 50 blows for 6 inches or less; 10 blows for 0 inches.

RELATIVE

CONSISTENCY

N, SPT,

BLOWS/FT.

5% to 12% fine-grained:

with Silt or with Clay 3

15% or more of a second coarse-grained constituent:

with Sand or with Gravel 5

< 5%

5 to 10%

15 to 25%

30 to 45%

50 to 100%

Surface Cement Seal

Asphalt or Cap

Slough

Inclinometer or Non-perforated Casing

Vibrating Wire Piezometer

N, SPT,

BLOWS/FT.

< 4 4 - 10

10 - 30 30 - 50

> 50

DESCRIPTION

< #200 (0.075 mm = 0.003 in.)

#200 to #40 (0.075 to 0.4 mm; 0.003 to 0.02 in.)

#40 to #10 (0.4 to 2 mm; 0.02 to 0.08 in.)

#10 to #4 (2 to 4.75 mm; 0.08 to 0.187 in.)

SIEVE NUMBER AND/OR APPROXIMATE SIZE

#4 to 3/4 in. (4.75 to 19 mm; 0.187 to 0.75 in.)

3/4 to 3 in. (19 to 76 mm)

3 to 12 in. (76 to 305 mm)

> 12 in. (305 mm)

Fine Coarse

Fine Medium Coarse

BOULDERS

COBBLES

GRAVEL

FINES

SAND

Sheet 1 of 3

CONSTITUENT2

SOIL DESCRIPTION

AND LOG KEY

SHANNON & WILSON, INC.

Geotechnical and Environmental Consultants

Absence of moisture, dusty, dry to the touch

Damp but no visible water

Visible free water, from below water table

FIG. A-1

Shannon & Wilson, Inc. (S&W), uses a soil identification system modified from the Unified Soil Classification System (USCS). Elements of the USCS and other definitions are provided on this and the following pages. Soil descriptions are based on visual-manual procedures (ASTM D2488) and laboratory testing procedures (ASTM D2487), if performed.

STANDARD PENETRATION TEST (SPT)

SPECIFICATIONS

Hammer:

Sampler:

N-Value:

Dry

Moist

Wet

MOISTURE CONTENT TERMS

Modifying (Secondary)

Precedes major constituent

Major

Minor Follows major constituent

1All percentages are by weight of total specimen passing a 3-inch sieve.

2The order of terms is: Modifying Major with Minor.

3Determined based on behavior.

4Determined based on which constituent comprises a larger percentage.

5Whichever is the lesser constituent.

COARSE-GRAINED

SOILS

(less than 50% fines)1

NOTE: Penetration resistances (N-values) shown on boring logs are as recorded in the field and have not been corrected for hammer efficiency, overburden, or other factors.

PARTICLE SIZE DEFINITIONS

RELATIVE DENSITY / CONSISTENCY

Sand or Gravel 4

30% or more coarse-grained:

Sandy or Gravelly 4

More than 12% fine-grained:

Silty or Clayey 3

15% to 30% coarse-grained:

with Sand or with Gravel 4

30% or more total coarse-grained and lesser coarse-grained constituent is 15% or more:

with Sand or with Gravel 5

Very soft Soft Medium stiff Stiff Very stiff Hard

Very loose Loose Medium dense Dense Very dense

RELATIVE

DENSITY

FINE-GRAINED SOILS

(50% or more fines)1

COHESIVE SOILS

< 2 2 - 4 4 - 8

8 - 15 15 - 30

> 30

COHESIONLESS SOILS

Silt, Lean Clay, Elastic Silt, or

Fat Clay 3

PERCENTAGES TERMS 1, 2

Trace

Few

Little

Some

Mostly

WELL AND BACKFILL SYMBOLS

Bentonite Cement Grout

Bentonite Grout

Bentonite Chips

Silica Sand

Perforated or Screened Casing

S&W INORGANIC SOIL CONSTITUENT DEFINITIONS

S O

IL

_C

LA

S

S _K

E Y

_P G

A

E G

-0

_C F

L N

M V

E T

E R

A N

S .G

P J

S H

A N

_W

IL

.G D

T

1/

/2

Veterans Memorial Road

Taos County, New Mexico

GC

SC

Inorganic

Organic

(more than 50% of coarse fraction retained on No. 4 sieve)

MAJOR DIVISIONS GROUP/GRAPHIC

SYMBOL

CH

OH

ML

CL

TYPICAL IDENTIFICATIONS

Gravel

Sand

Silty Sand; Silty Sand with Gravel

Clayey Sand; Clayey Sand with Gravel

Clayey Gravel; Clayey Gravel with Sand

Sheet 2 of 3

Gravels

Primarily organic matter, dark in color, and organic odor

SW

(more than 12% fines)

Silts and Clays

Silts and Clays

(more than 50% retained on No.

200 sieve)

(50% or more of coarse fraction passes the No. 4 sieve)

(liquid limit less than 50)

(liquid limit 50 or more)

Organic

Inorganic

FINE-GRAINED

SOILS

SM

Sands

Silty or Clayey Gravel

Silt; Silt with Sand or Gravel; Sandy or Gravelly Silt

Organic Silt or Clay; Organic Silt or Clay with Sand or Gravel; Sandy or Gravelly Organic Silt or Clay

HIGHLY-

ORGANIC SOILS

COARSE-

GRAINED

SOILS

OL

(less than 5% fines)

GW

Geotechnical and Environmental Consultants

SHANNON & WILSON, INC.

(less than 5% fines)

PT

FIG. A-1

(more than 12% fines)

MH

SP

GP

GM

Silty or Clayey Sand

Silty Gravel; Silty Gravel with Sand

(50% or more passes the No. 200 sieve)

SOIL DESCRIPTION

AND LOG KEY

Elastic Silt; Elastic Silt with Sand or Gravel; Sandy or Gravelly Elastic Silt

Fat Clay; Fat Clay with Sand or Gravel;

Sandy or Gravelly Fat Clay

Organic Silt or Clay; Organic Silt or Clay with Sand or Gravel; Sandy or Gravelly Organic Silt or Clay

Poorly Graded Sand; Poorly Graded Sand with Gravel

Well-Graded Sand; Well-Graded Sand with Gravel

Well-Graded Gravel; Well-Graded Gravel with Sand

Poorly Graded Gravel; Poorly Graded Gravel with Sand

Lean Clay; Lean Clay with Sand or Gravel; Sandy or Gravelly Lean Clay

Peat or other highly organic soils (see

ASTM D4427)

NOTES

1. Dual symbols (symbols separated by a hyphen, i.e., SP-SM, Sand with Silt) are used for soils with between 5% and 12% fines or when the liquid limit and plasticity index values plot in the CL-ML area of the plasticity chart. Graphics shown on the logs for these soil types are a combination of the two graphic symbols (e.g., SP and SM).

2. Borderline symbols (symbols separated by a slash, i.e., CL/ML, Lean Clay to Silt; SP-SM/SM, Sand with Silt to Silty Sand) indicate that the soil properties are close to the defining boundary between two groups.

S O

IL

_C

LA

S

S _K

E Y

_P G

A

E G

-0

_C F

L N

M V

E T

E R

A N

S .G

P J

S H

A N

_W

IL

.G D

T

1/

/2

NOTE: No. 4 size = 4.75 mm = 0.187 in.; No. 200 size = 0.075 mm = 0.003 in.

UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)

(Modified From USACE Tech Memo 3-357, ASTM D2487, and ASTM D2488)

Veterans Memorial Road

Taos County, New Mexico

SHANNON & WILSON, INC.

Geotechnical and Environmental Consultants

FIG. A-1

Sheet 3 of 3

SOIL DESCRIPTION

AND LOG KEY

1Reprinted, with permission, from ASTM D2488 - 09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), copyright ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy of the complete standard may be obtained from ASTM International, www.astm.org.

2Adapted, with permission, from ASTM D2488 - 09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), copyright ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy of the complete standard may be obtained from ASTM International, www.astm.org.

Interbedded

Laminated

Fissured

Slickensided

Blocky

Lensed

Homogeneous

ATD

Diam.

Elev.

ft.

FeO gal.

Horiz.

HSA

I.D.

in.

lbs.

MgO mm

MnO

NA

NP

O.D.

OW

pcf

PID

PMT

ppm psi

PVC

rpm

SPT

USCS

qu

VWP

Vert.

WOH

WOR

Wt.

Crumbles or breaks with handling or slight finger pressure.

Crumbles or breaks with considerable finger pressure.

Will not crumble or break with finger pressure.

PLASTICITY2

CEMENTATION TERMS1

GRADATION TERMS

STRUCTURE TERMS1

ACRONYMS AND ABBREVIATIONS

Alternating layers of varying material or color with layers at least 1/4-inch thick;

singular: bed.

Alternating layers of varying material or color with layers less than 1/4-inch thick;

singular: lamination.

Breaks along definite planes or fractures with little resistance.

Fracture planes appear polished or glossy;

sometimes striated.

Cohesive soil that can be broken down into small angular lumps that resist further breakdown.

Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay.

Same color and appearance throughout.

Narrow range of grain sizes present or, within the range of grain sizes present, one or more sizes are missing (Gap Graded). Meets criteria in ASTM D2487, if tested.

Full range and even distribution of grain sizes present. Meets criteria in ASTM D2487, if tested.

Poorly Graded

Well-Graded

Weak

Moderate

Strong

Irregular patches of different colors.

Soil disturbance or mixing by plants or animals.

Nonsorted sediment; sand and gravel in silt and/or clay matrix.

Material brought to surface by drilling.

Material that caved from sides of borehole.

Disturbed texture, mix of strengths.

VISUAL-MANUAL CRITERIA

A 1/8-in. thread cannot be rolled at any water content.

A thread can barely be rolled and a lump cannot be formed when drier than the plastic limit.

A thread is easy to roll and not much time is required to reach the plastic limit. The thread cannot be rerolled after reaching the plastic limit. A lump crumbles when drier than the plastic limit.

It takes considerable time rolling and kneading to reach the plastic limit. A thread can be rerolled several times after reaching the plastic limit. A lump can be formed without crumbling when drier than the plastic limit.

Sharp edges and unpolished planar surfaces.

Similar to angular, but with rounded edges.

Nearly planar sides with well-rounded edges.

Smoothly curved sides with no edges.

Width/thickness ratio > 3.

Length/width ratio > 3.

PARTICLE ANGULARITY AND SHAPE TERMS1

ADDITIONAL TERMS

Angular

Subangular

Subrounded

Rounded

Flat

Elongated

DESCRIPTION

Nonplastic

Low

Medium

High

At Time of Drilling Diameter Elevation Feet Iron Oxide Gallons Horizontal Hollow Stem Auger Inside Diameter Inches Pounds Magnesium Oxide Millimeter Manganese Oxide Not Applicable or Not Available Nonplastic Outside Diameter Observation Well Pounds per Cubic Foot Photo-Ionization Detector Pressuremeter Test Parts per Million Pounds per Square Inch Polyvinyl Chloride Rotations per Minute Standard Penetration Test Unified Soil Classification System Unconfined Compressive Strength Vibrating Wire Piezometer Vertical Weight of Hammer Weight of Rods Weight

Mottled

Bioturbated

Diamict

Cuttings

Slough

Sheared

APPROX.

PLASITICITY

INDEX

RANGE

< 4

4 to 10

10 to 20

> 20

S O

IL

_C

LA

S

S _K

E Y

_P G

A

E G

-0

_C F

L N

M V

E T

E R

A N

S .G

P J

S H

A N

_W

IL

.G D

T

1/

/2

S -1

G -1

S -2

1 inch of asphalt.

Aggregate Surfacing: Loose, brown, Poorly-Graded Sand with Silt and Gravel (SP-SM); moist. [A-2-4]

Medium stiff to stiff, brown, Lean Clay with Sand (CL); moist; few gravel. [A-6]

BOTTOM OF BORING

COMPLETED ON 10/20/2020

G ro un dw at er n ot e nc ou nt e re d du ri ng d ri lli ng

0.1

0.9

5.0

June 2021

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

SHANNON & WILSON, INC.

5 ft.

FIG. A-2

S am pl es

Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual.

SOIL DESCRIPTION

NOTES

1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions.

2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual.

3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials.

4. Groundwater level, if indicated above, is for the date specified and may vary.

5. USCS designation is based on visual-manual classification and selected lab testing.

NM FLAP TAO CB 110(1)

Veterans Memorial Road Taos County, New Mexico

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

104001-001

G ro un d

W at er

D ep th , f t.

Modified California Sampler

Grab Sample

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

QCL 3

Solid-Stem Auger Vine Laboratories

CME 750X

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-01

4 in.

Automatic

S ym bo l

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N _L

A T

LO

N G

1-

1_

C F

L N

M V

E T

E R

A N

S .G

P J

/1 9/

Liquid Limit Natural Water Content

% Fines % Water Content

Plastic Limit

(<0.075mm)

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)PENETRATION RESISTANCE

G

S -1

G -2

S -2

1 inch of asphalt.

Brown, Sandy Lean Clay (CL); moist. [A-6]

Loose, brown, Poorly-Graded Sand with Silt and Gravel (SP-SM); moist. [A-2-4]

Medium stiff to very stiff, light red, Sandy Elastic Silt (MH); moist; trace gypsum veins.

[A-7-5]

BOTTOM OF BORING

COMPLETED ON 10/20/2020

G ro un dw at er n ot e nc ou nt e re d du ri ng d ri lli ng

1.75

0.1

1.0

1.1

5.0

June 2021

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

SHANNON & WILSON, INC.

5 ft.

FIG. A-3

S am pl es

Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual.

SOIL DESCRIPTION

NOTES

1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions.

2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual.

3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials.

4. Groundwater level, if indicated above, is for the date specified and may vary.

5. USCS designation is based on visual-manual classification and selected lab testing.

NM FLAP TAO CB 110(1)

Veterans Memorial Road Taos County, New Mexico

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

104001-001

G ro un d

W at er

D ep th , f t.

Grab Sample

Modified California Sampler

P oc ke t

P en ts f

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

QCL 3

Solid-Stem Auger Vine Laboratories

CME 750X

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-02

4 in.

Automatic

S ym bo l

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N _L

A T

LO

N G

1-

1_

C F

L N

M V

E T

E R

A N

S .G

P J

/1 9/

Liquid Limit Natural Water Content

% Fines % Water Content

Plastic Limit

(<0.075mm)

Hammer Wt. & Drop: 140 lbs / 30 inches

G -1

S -2

1 inch of asphalt.

Aggregate Surfacing: Medium dense, brown, Poorly-Graded Sand with Silt and Gravel (SP-SM); moist. [A-2-4]

Medium stiff to very stiff, light brown, Sandy Lean Clay (CL); moist; few gravel. [A-6]

BOTTOM OF BORING

COMPLETED ON 10/20/2020

G ro un dw at er n ot e nc ou nt e re d du ri ng d ri lli ng

0.1

0.2

5.0

June 2021

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

SHANNON & WILSON, INC.

5 ft.

FIG. A-4

S am pl es

Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual.

SOIL DESCRIPTION

NOTES

1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions.

2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual.

3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials.

4. Groundwater level, if indicated above, is for the date specified and may vary.

5. USCS designation is based on visual-manual classification and selected lab testing.

NM FLAP TAO CB 110(1)

Veterans Memorial Road Taos County, New Mexico

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

104001-001

G ro un d

W at er

D ep th , f t.

Modified California Sampler

Grab Sample

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

QCL 3

Solid-Stem Auger Vine Laboratories

CME 750X

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-03

4 in.

Automatic

S ym bo l

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N _L

A T

LO

N G

1-

1_

C F

L N

M V

E T

E R

A N

S .G

P J

/1 9/

Liquid Limit Natural Water Content

% Fines % Water Content

Plastic Limit

(<0.075mm)

Hammer Wt. & Drop: 140 lbs / 30 inches

S -2

1.5 inches of asphalt.

Aggregate Surfacing: Brown, Poorly-Graded Sand with Silt and Gravel (SP-SM); moist.

[A-2-4]

Stiff to hard, brown, Sandy Lean Clay (CL);

moist; few gravel. [A-6]

Dense, light red to red brown, Silty Sand with Gravel (SM); moist. [A-1-b]

BOTTOM OF BORING

COMPLETED ON 10/20/2020

G ro un dw at er n ot e nc ou nt e re d du ri ng d ri lli ng

0.1

0.5

4.5

5.0

June 2021

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

SHANNON & WILSON, INC.

5 ft.

FIG. A-5

S am pl es

Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual.

SOIL DESCRIPTION

NOTES

1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions.

2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual.

3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials.

4. Groundwater level, if indicated above, is for the date specified and may vary.

5. USCS designation is based on visual-manual classification and selected lab testing.

NM FLAP TAO CB 110(1)

Veterans Memorial Road Taos County, New Mexico

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

104001-001

G ro un d

W at er

D ep th , f t.

Modified California Sampler

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

QCL 3

Solid-Stem Auger Vine Laboratories

CME 750X

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-04

4 in.

Automatic

S ym bo l

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N _L

A T

LO

N G

1-

1_

C F

L N

M V

E T

E…